CN101824801B - Non-in-situ prepressing method of self-anchored type support frame and self-anchored type support frame thereof - Google Patents
Non-in-situ prepressing method of self-anchored type support frame and self-anchored type support frame thereof Download PDFInfo
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Abstract
The invention discloses a non-in-situ prepressing method of a self-anchored type support frame and the self-anchored type support frame thereof. The method comprises the following steps: firstly, carrying out design of the self-anchored type support frame according to the self gravity of a structural object; processing and producing the self-anchored type support frame in a factory; distributing equipment such as the support frame, jacks and the like according to a non-in-situ prepressing distribution drawing of the self-anchored type support frame for carrying out non-in-situ prepressing in the factory; sequentially and progressively applying loads for carrying out prepressing; and observing the deformation quantity of the self-anchored type support frame and determining the pre-bulge degree of the support frame: determining the elasticity deformation quantity and the non-elasticity deformation of the self-anchored type support frame, simultaneously combining the support frame mechanics for calculating the obtained flexibility, and carrying out integral analysis to determine the pre-bulge degree of the self-anchored type support frame. The invention can effectively solve the prepresing problem in the high-pier large-tonnage structural object support frame construction, can also save the construction cost to a large degree on the premise of ensuring the engineering construction quality, can simultaneously shorten the structural object construction period, and can create good economic benefits.
Description
Technical field
The present invention relates to high pier, large-tonnage works rack construction technology, especially relate to a kind of non-in-situ prepressing method and self-anchored type support thereof of self-anchored type support.
Background technology
Along with China's rapid economic development, the construction of traffic infrastructure also obtains fast development, increasing Longspan Bridge construction works meanwhile occurs.
State key main line Ningbo to camphorwood highway Leshan～Yibin section expressway works for example, it is the important component part of Chengdu-Chongqing area loop wire, new people's Ming River grand bridge is the emphasis Control Engineering of happy suitable speedway, be positioned at Xiao Gu town, Qianwei County, Leshan, the especially big spanning of new people's Ming River directly is combined as the continuous rigid frame+15x40m freely-supported T beam of (14x40m) freely-supported T beam+(115m+200m+115m), overall length of bridge 1610m, main bridge are that 200m strides the prestressed concrete continuous rigid frame.
Nearly 50 meters of the main pier height of this bridge, No. 0 piece total length of girder 14m, high 12.75m, beam bottom width 7.5m, the wide 3m of two side wing edges, case top surface of the beam overall with 13.50m, thick 30cm on the bridge center line, edge 20cm, the wide 3m of two side wing edges, deck transverse slope 2%; Diaphragm is located at the Dun Ding place, thickness 250cm, and the bottom is established 200 * 120cm and is advanced Ren Dong.No. 0 piece construction party amount is 939.3m
3, 0# block concrete label is C55, divides 3 cast, the unit weight of concrete is pressed 26KN/m
3Calculate, consider 1.05 the mode coefficient that rises, the 1st bottom board and part web, side plate concrete, height 4.5m, heavy 10018kN.
According to the precompressed scheme of routine, 0# piece support needs the dead load of precompressed to reach more than 1000 ton, if two 0# pieces of upstream and downstream are constructed simultaneously, then needs to exert pressure more than 2000 ton.And, mainly adopt water tank precompressed and sandbag preloading method in existing technical field, and if according to the precompressed of concrete simulation load, the pier roof panel is 7.5m * 15m, concrete unit weight is according to 26KN/m
3Get, if adopt the water tank precompressed, the unit weight of water is pressed 26KN/m
3Get, the height of the water column that then converts is 8.9m, if adopt the sand pocket precompressed, the unit weight of sand is pressed 15KN/m
3Get, the height of the sand pocket that then converts is 6m.Fairly obvious, though water tank and sand pocket consider that simultaneously the biggest lifting capacity of tower crane is limited because volume is bigger, during operating cost, also be difficult in practice realize, more can't guarantee the needs of construction period.
Thereby at present increasing high pier, the work items of Longspan Bridge, there has been deficiency clearly in employing existing conventional preloading method, be necessary to propose preloading method and the equipment that a kind of suitable this type of construction needs, existing construction technology is improved.
Summary of the invention
First purpose of the present invention provides a kind of non-in-situ prepressing method of self-anchored type support, this preloading method can not only solve the precompressed problem in high pier, the large-tonnage works rack construction effectively, and guaranteeing under the prerequisite of engineering construction quality, can save construction cost largely, simultaneously also can shorten the works construction period, create favorable economic benefit.
Second purpose of the present invention provide a kind of can save a large amount of constructions temporarily with material, the easier assurance of construction quality, significantly reduced time and danger, stressed clear and definite, self-anchored type support that installation is easy, simple in structure.
First purpose of the present invention is achieved in that
A kind of non-in-situ prepressing method of self-anchored type support, construction sequence is as follows:
A: carry out the design of self-anchored type support: because the heavy weight of works has been determined the load of precompressed according to works deadweight, must can satisfy the self-anchored type support of requirement for bearing capacity earlier according to design drawing design, and consider that according to code requirement certain safety factor checks, determine the vertical load that bear at the self-anchored type support top, the stretching force that jack is applied during as precompressed;
B: produce self-anchored type support in factory process: the design drawing according to self-anchored type support is processed, and carries out next step operation after the acceptance(check);
C: lay self-anchored type support and jack ancillary facility: arrange four self-anchored type supports, four 150T jack and Φ 32 fining twisted steels in factory according to the non-in-situ prepressing arrangement diagram of self-anchored type support, carry out non-in-situ prepressing:
(1), 4 identical self-anchored type supports are lain low to be placed on the level land arrange, that 4 identical support rails bottoms are is adjacent up and down, about relative square arrangement, and the vertical rod of two neighbouring self-anchored type supports is adjacent;
(2), be extruded with the shaped steel cushion block, and by the clamp chucking in the joint portion of 4 identical support rails bottoms, with about two relative support rails be fixed together, four support rails are linked to be integral body;
(3), the anchorage of the girt of neighbouring two self-anchored type supports is staggered relatively, two anchorages are strained and fixed together by two Φ 32 fining twisted steels;
(4), adopt four Φ 32 fining twisted steels with about the cantilever end in the girt outside of two relative self-anchored type supports be fixed together, thereby make four self-anchored type supports be linked to be integral body, and a 150T jack that is used for stretch-draw Φ 32 fining twisted steels respectively is installed on the cantilever end of each girt;
(5), stretch-draw Φ 32 fining twisted steels then, observe the distortion of self-anchored type support by the deflection that measures fining twisted steel, four 150T jack load simultaneously, load by 50%, 80%, 100%, 125% classification is carried out, every grade is held the lotus time is 5min, relative deformation (i.e. the elongation of four Φ 32 fining twisted steels) about all measuring in each back-pressure process between two self-anchored type supports, and with about half deformation values of two self-anchored type supports distortion total amounts as single carriage, for each observation point, all before loading, in the loading procedure, hold gradation observation in lotus process and the uninstall process;
D: according to 50%, 80%, 100%, 125% step by step load application carry out precompressed;
E: the deflection of observation self-anchored type support and the camber of definite support: the data to field observation are carried out statistical analysis, determine the elastic deformation amount and the nonelastic deformation amount of self-anchored type support, the amount of deflection that while draws in conjunction with the support mechanical calculation, analysis-by-synthesis is determined the camber of self-anchored type support.
A kind of self-anchored type support, feature is made up of support rail, vertical rod, diagonal brace, girt and anchorage, the lower end of vertical rod is vertically fixed in the middle of the top of support rail, the oblique top of support rail, the next door of vertical rod lower end of being fixed on, the lower end of diagonal brace, girt is fixed between the upper end of the upper end of vertical rod and diagonal brace, girt and vertical rod and diagonal brace constitute triangle jointly, are welded with anchorage on the girt of vertical rod upper end.
The present invention adopts ex situ simulation load to carry out precompressed, its operating principle is: adopt the method for stretch-draw Φ 32 fining twisted steels that self-anchored type support is applied counter-force in processing factory, make it be subjected to counter-force to be equal to the concrete load, avoid the insecurity that is produced in the high-altitude precompressed.The precompressed gross weight is carried out precompressed by the deadweight of works concrete and according to the certain safety factor of code requirement consideration, to eliminate the nonelastic deformation after self-anchored type support is processed, draws elastic deformation, thereby the camber of self-anchored type support is set.
The advantage that the non-in-situ prepressing method of employing self-anchored type support of the present invention carries out precompressed is as follows: 1, save the engineering time effectively, difficulty of construction is little; 2, the cost input is less, and it is used that the employing material installation all can be used as construction in later period, do not need extra infusion of financial resources; 3, the restrictive condition of Shi Yonging is few, can be applicable to that all are limited by environment and the project of preloading method construction routinely; 4, this preloading method is with high content of technology, can reach emulation mode effectively, guarantees workmanship, solves the precompressed problem in the work progress effectively.
The design feature of self-anchored type support is simple in structure, stressed clear and definite, self-anchored type support is the blanking welding after factory or building site setting-out, whole aerial installation the after the passed examination, simple to operate, need not aerial cutting and welding, vertical distribution beam and transverse distribution beam are installed again, formwork construction 0# piece on the transverse distribution beam.The force request of the necessary works deadweight of the design of self-anchored type support, and complete mechanical calculation process is arranged, guarantee the stressed reasonable of self-anchored type support.Compare with traditional floor stand, self-anchored type support has been saved a large amount of constructions and has been used material temporarily; Compare with the carriage of routine, self-anchored type support has lacked built-in fitting and the aerial welding cutting in the pier construction, the easier assurance of construction quality, and it is also easy to install, and has significantly reduced engineering time and danger.
Description of drawings
Fig. 1 is the non-in-situ prepressing arrangement diagram of self-anchored type support;
Fig. 2 is the structural representation of self-anchored type support;
Fig. 3 is that the facade of self-anchored type support in the invention process process is arranged schematic diagram;
Fig. 4 is the vertical view of Fig. 3.
The specific embodiment
Below in conjunction with embodiment and contrast accompanying drawing the present invention is described in further detail.
Fig. 3 is the facade arrangement diagram of the present invention in the embodiment of new people's Ming River grand bridge 0# piece support
This 0# piece is the single box single chamber structure, adopt the self-anchored type support method to carry out cast-in-place construction, that is: the support rail 8 of self-anchored type support 2 extend in the pier hole 14 of pier shaft 13 sidewalls, adopt 15 pairs of fining twisted steels to draw between the girt 5 on self-anchored type support 2 tops, two self-anchored type support 2-1 with pier shaft 13 left and right sides, 2-2 is anchored on the pier shaft 13, form self-anchoring system, arrange that on the top of the girt 5 of self-anchored type support 22 I 56a are as main carrier bar 16, arranged that above main carrier bar 16 the I 56a vertical with main carrying direction makes laterally to be distribution beam 17, be the rigidity contact between main carrier bar 16 and the transverse distribution beam 17, elastic deformation is zero.Because 0# piece side amount is bigger, the 1st bottom board and part web, side plate concrete, height 4.5m, heavy 10018kN needs the works deadweight of precompressed to reach more than 1000 tons.The precompressed gross weight is carried out precompressed by the deadweight of works concrete and according to the certain safety factor of code requirement consideration, to eliminate the nonelastic deformation after self-anchored type support is processed, draws elastic deformation, thereby the camber of self-anchored type support is set.
A kind of non-in-situ prepressing method of self-anchored type support:
A, according to the object of precompressed, the gross weight of required precompressed, the stretching force that is applied when determining precompressed.In present design, at each pier shaft 13 self-anchored type support 2-1 and self-anchored type support 2-2 be installed each side, according to support mechanical calculation result, self-anchored type support 2-1 load is pressed 1000kN precompressed check, self-anchored type support 2-2 load is pressed 1300kN precompressed check, owing to single self-anchored type support is carried out precompressed piecewise, thereby has reduced the gross weight that needs precompressed effectively;
B, in steel work processing factory, carry out the processing and fabricating of self-anchored type support 2, carry out an acceptance inspection after machining according to the design scheme of self-anchored type support 2;
C, the self-anchored type support that will machine in factory and be up to the standards 2 is arranged according to Fig. 1, four identical self-anchored type supports 2 are adopted Φ 32 fining twisted steels 3 according to shown position, 10 are linked to be integral body, arrange that in support rail 8 bottoms of four identical self-anchored type supports 2 (length of shaped steel cushion block 11 is the twice that support rail 8 stretches into length in the pier hole 14 of pier shaft 13 sidewalls to a shaped steel cushion block 11, play the effect that simulation support rail 8 stretches into pier hole 14, the thickness of shaped steel cushion block 11 is unsuitable too small, should be greater than the deflection of self-anchored type support 2 twices, avoid in the precompressed process because the distortion of self-anchored type support 2 is excessive, the support rail 8 of two relative self-anchored type supports 2 is in contact with one another, cause to measure the deflection of self-anchored type support 2), adopt then clamp 9 with about relative support rail 8 be linked to be integral body, two of two adjacent self-anchored type supports 2 anchorages 4 adopt two Φ 32 fining twisted steels 3 to connect up and down, play simulation and self-anchored type support 2 is anchored at the effect that forms self-anchoring system on the pier shaft 13, at last about wear four Φ, 32 fining twisted steels 10 on the cantilever end 12 in girt 5 outsides of two relative self-anchored type supports 2, arrange four 150t jack 1, by the loading of four 150t jack, 1 enforcement to self-anchored type support 2;
D, carry out precompressed in order, at first be to load, press position among Fig. 1, four 1 while of jack load applications, loading is undertaken by 50%, 80%, 100%, 125% classification, every grade is held the lotus time is 5min, and the process of loading is followed the basic principle of symmetrical stretch-draw, guarantee self-anchored type support 2 each position stressed evenly; After stretch-draw is finished, unload, the order of unloading is opposite with loading, unloads according to 100%, 80%, 50% classification equally; The deflection of observation self-anchored type support 2 should put in place at the classification load with loading, unloading synchronously, should in time write down the deflection of self-anchored type support 2, in the process of unloading, also needs the synchronous recording deflection equally; The field technician should be careful and responsible in the observation process, records faithfully, and after record is finished measured data reported chief engineer of project management department and supervising engineer;
E, carry out statistical analysis according to observation data, determine elastic deformation amount and nonelastic deformation amount, the amount of deflection that draws in conjunction with the mechanical calculation of self-anchored type support 2 is analyzed and is determined camber then, offers site operation.
At the scene should be before the concrete pouring first time in Shi Gong the process, on the self-anchored type support 2 that is in place at the scene observation point is set, after the wait concrete pouring is finished, again observation point is carried out repetition measurement, and the data before the concrete pouring compare, as the reference of follow-up construction 0# piece.
The observation point that on self-anchored type support 2, is provided with, be load before, loading procedure, hold in lotus process and the uninstall process gradation and observe the line item of going forward side by side.
Self-anchored type support 2 is arranged to the (see figure 4) bilateral symmetry at the suitable bridge of every thin-walled pier shaft 3, every pier amounts to 4, self-anchored type support 2 is by support rail 8, vertical rod 7, diagonal brace 6, girt 5 and anchorage 4 are formed, the lower end of vertical rod 7 is vertically fixed in the middle of the top of support rail 8, the oblique top that is fixed on support rail 8, the lower end of diagonal brace 6, the next door of vertical rod 7 lower ends, girt 5 is fixed between the upper end of the upper end of vertical rod 7 and diagonal brace 6, girt 5 and vertical rod 7 and diagonal brace 6 common formation triangles are welded with anchorage 4 on the girt 5 of vertical rod 7 upper ends.
[the 20b Combination Welding forms girt 7 by 2, diagonal brace 6 is welded by 2 I36b or 2 I32b, on leg-of-mutton self-anchored type support 2, be furnished with the main carrier bar 16 of 2 I56a, on main carrier bar 16, be furnished with the many horizontal distribution beam 17 of I56a, No. 0 piece bed die is installed on horizontal distribution beam 17.
Claims (2)
1. the non-in-situ prepressing method of a self-anchored type support is characterized in that:
A kind of non-in-situ prepressing method of self-anchored type support, construction sequence is as follows:
A: carry out the design of self-anchored type support: because the heavy weight of works has been determined the load of precompressed according to works deadweight, must can satisfy the self-anchored type support of requirement for bearing capacity earlier according to design drawing design, and consider that according to code requirement certain safety factor checks, determine the vertical load that bear at the self-anchored type support top, the stretching force that jack is applied during as precompressed;
B: produce self-anchored type support in factory process: the design drawing according to self-anchored type support is processed, and carries out next step operation after the acceptance(check);
C: lay self-anchored type support and jack ancillary facility: arrange four self-anchored type supports, four 150T jack and Φ 32 fining twisted steels in factory according to the non-in-situ prepressing arrangement diagram of self-anchored type support, carry out non-in-situ prepressing:
(1), 4 identical self-anchored type supports are lain low to be placed on the level land arrange, that 4 identical support rails bottoms are is adjacent up and down, about relative square arrangement, and the vertical rod of two neighbouring self-anchored type supports is adjacent;
(2), be extruded with the shaped steel cushion block, and by the clamp chucking in the joint portion of 4 identical support rails bottoms, with about two relative support rails be fixed together, four support rails are linked to be integral body;
(3), the anchorage of the girt of neighbouring two self-anchored type supports is staggered relatively, two anchorages are strained and fixed together by two Φ 32 fining twisted steels;
(4), adopt four Φ 32 fining twisted steels with about the cantilever end in the girt outside of two relative self-anchored type supports be fixed together, thereby make four self-anchored type supports be linked to be integral body, and a 150T jack that is used for stretch-draw Φ 32 fining twisted steels respectively is installed on the cantilever end of each girt;
(5), stretch-draw Φ 32 fining twisted steels then, observe the distortion of self-anchored type support by the deflection that measures fining twisted steel, four 150T jack load simultaneously, load by 50%, 80%, 100%, 125% classification is carried out, every grade is held the lotus time is 5min, relative deformation about all measuring in each back-pressure process between two self-anchored type supports, the i.e. elongation of four Φ 32 fining twisted steels, and with about half deformation values of two self-anchored type supports distortion total amounts as single carriage, for each observation point, all before loading, in the loading procedure, hold gradation observation in lotus process and the uninstall process;
D: according to 50%, 80%, 100%, 125% step by step load application carry out precompressed;
E: the deflection of observation self-anchored type support and the camber of definite support: the data to field observation are carried out statistical analysis, determine the elastic deformation amount and the nonelastic deformation amount of self-anchored type support, the amount of deflection that while draws in conjunction with the support mechanical calculation, analysis-by-synthesis is determined the camber of self-anchored type support.
2. the non-in-situ prepressing method of self-anchored type support as claimed in claim 1, it is characterized in that: arrange that on the top of the girt of self-anchored type support 2 I56a are as main carrier bar, arranged that above main carrier bar the I56a vertical with main carrying direction is as the transverse distribution beam, be the rigidity contact between main carrier bar and the transverse distribution beam, elastic deformation is zero.
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| CN102425113B (en) * | 2011-12-05 | 2013-07-31 | 中国建筑第六工程局有限公司 | Horizontal pre-jacking force application method for 1,000t pagoda-type concrete bridge tower |
| CN102518049A (en) * | 2011-12-06 | 2012-06-27 | 中交第四公路工程局有限公司 | Suspended cast beam No. 0 block bracket opposite-fulcrum prepressing construction method |
| CN107165039A (en) * | 2017-05-31 | 2017-09-15 | 广西路建工程集团有限公司 | Encorbelment mass concrete construction prestress anchoraging angle-table bracket and its construction method |
| CN108978479B (en) * | 2018-08-16 | 2019-08-02 | 中南大学 | A kind of self-balancing rack system and its construction method |
| CN110359359B (en) * | 2019-07-10 | 2020-12-18 | 江苏镇江路桥工程有限公司 | Supporting structure for pouring box girder zero blocks and construction process thereof |
| CN113152323B (en) * | 2021-05-08 | 2022-04-01 | 四川省交通勘察设计研究院有限公司 | Anti-rockfall shed tunnel structure |
| CN113789724A (en) * | 2021-09-10 | 2021-12-14 | 中国一冶集团有限公司 | Sizing template and construction method |
| CN114790706A (en) * | 2022-04-27 | 2022-07-26 | 中铁大桥局集团第五工程有限公司 | Construction method for detachable support of cantilever cast-in-place plate of steel-concrete composite beam |
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| KR100487574B1 (en) * | 2002-04-23 | 2005-05-06 | 원하티앤알비(주) | Method and apparatus for lifting upper structure using girder type bracket supported by steel stranded wires and saddles |
| CN201209237Y (en) * | 2008-05-22 | 2009-03-18 | 中铁大桥局股份有限公司 | Multi-mobile beam segment bracket for mould support |
| CN201310072Y (en) * | 2008-11-21 | 2009-09-16 | 中铁十局集团有限公司 | Supporting bracket of bridge construction |
| CN101440606A (en) * | 2008-12-29 | 2009-05-27 | 中铁大桥局股份有限公司 | Pier-side bracket capable of adjusting spatial position of steel beam |
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